Proposed first Project Project No.: 10-0001

Address of your project Designed: HS

Architect: None Date: 14 Aug 15

Tlintel V4.03 Demo User

Geometry: (TLintel L09) 250mm x 12mm Pl. Vert., 200mm x 10mm Pl. Horz.

Design: M* = 24.7kNm < Mb(6000,m=1.13) = 31.6 kNm OK (0.78)

Defl'n: dl = 7.7mm (Span / 781), s.ll = 1.7mm (Span / 3484), wl.h = 4.7mm (Span / 1270) OK

Reactions: (Each end) Rdl = 9.8kN, Rll = 3.1kN, R* = 16.5kN

Geometry

Span = Le = 6000 mm m = 1.13

Le = 6000 mm m = 1.13 tw=12mm

Vertical web Horizontal flange dw=250mm

Web thickness (tw) = 12 mm Flange thickness (tf) = 10 mm

Web depth (dw) = 250 mm Flange width (bf) = 200 mm tf=10mm

Yield strength = 250 MPa Yield strength = 250 MPa bf=200mm

Loading

Live load type = N (N)ormal, (S)torage, (M)anual

Short term LL (s) = 1.00 AS/NZS 1170.0 - Table 4.1

Uniform dead loads

Roof dead load (wdl) = 0.40 kPa * 4190 mm + kN/m = 1.68 kN/m

Floor dead load (wdl) = kPa * mm + kN/m = 0.00 kN/m

Wall dead load (wdl) = 2.40 kPa * 500 mm + kN/m = 1.20 kN/m

Other dead load (wdl) = kPa * mm + kN/m = 0.00 kN/m

Include S.Wt = Y (Y)es,(N)o S.Wt = 0.39 kN/m

wdl = 3.27 kN/m

Uniform live loads

Roof live load (wll) = 0.25 kPa * 4190 mm + kN/m = 1.05 kN/m

Floor live load (wll) = kPa * mm + kN/m = 0.00 kN/m

Other live load (wll) = kPa * mm + kN/m = 0.00 kN/m

Short term LL (su) = 0.70 (sp) = 1.00 wll = 1.05 kN/m

Point loads

Dead load (Pdl) = kN Position = 3000 mm from LHS

Live load (Pll) = kN

Horizontal loads

Wall height (wcts) = 500 mm Ratio Ws/Wu = 0.68

Ult. inward wind load (Wu) = 0.92 kPa

cpe = 0.9 cpi = 0.3 wwl* = 0.55 kN/m

w* = 1.2*wdl + 1.5*wll = 5.49 kNm Rdl = wdl*L/2 + pdl*(L-pos)/L = 9.8 kN

p* = 1.2*pdl + 1.5*pll = 0.00 kNm Rll = wll*L/2 + pll*(L-pos)/L = 3.1 kN

M* = 24.7 kNm R* = 1.2*Rdl + 1.5*Rll = 16.5 kN

Properties (Max at 3000mm)

Area = 5000 mm Warping constant (Iw) = 0 mm - Cl H4

Stiffness (Ix) = 35.9 x10 mm Torsional constant (J) = 210.7 x10 mm

Stiffness (Iy) = 6.70 x10 mm Elastic section modulus (Zt) = 202.9 x10 mm

Shear modulus (G) = 80000 MPa - Cl 1.4 Elastic section modulus (Zb) = 432.8 x10 mm

Elastic modulus (E) = 200000 MPa - Cl 1.4 Min. elastic section modulus (Zmin) = 202.9 x10 mm

Elastic (y.top) = 177 mm Plastic section modulus (S) = 364.2 x10 mm

Plastic (yp.top) = 208 mm Eff. elastic section mod.(Compact) (Zc) = 304.4 x10 mm - Cl 5.2.3

Capacity - Cl 5.6.1.2

Web s =dw/tw*(fyw/250) = 20.8 < 22, Non-compact Cl 5.2.2 sy = 22

Zex = Zmin+[(sy-s)/(sy-sp)*(Zc-Zmin)] = 211.4 x10 mm - Cl 5.2.4 sp = 8

= 0.9 Table 3.4

Msx = 52.9 kNm Msx = 47.6 kNm x = -194.0

Moa = 50.8 kNm s = 0.588 m = 1.13

Mbx = m*s*Msx Msx = 31.6 kNm - Cl 5.6.1.1(1)

Deflections

Ireq'd DL (L/360) = 16.5 x10 mm < Critical DL = 7.7 mm Span / 781

Ireq'd s.LL (L/360) = 3.7 x10 mm s.LL = 1.7 mm Span / 3484

Ireq'd WLs.h (10mm max) = 3.2 x10 mm WLs.h = 4.7 mm Span / 1270

1kN midspan = 0.6 mm

Created at 4:11 PM on Friday, 14 August 2015 by Structural Toolkit, Anthony Furr Software (Page 1 of 1)